An-Najah National UniversityCivil Engineering Department

Graduation project 

Hydraulic analysis & Redesign of Al-Masaken & Old Askar Camp Water Supply Network

 Submitted by:

Leen Masri Duaa Dweikat

Supervisor: Dr. Anan Jayossi

2012

project main objectives

This project aims to analyze the water distribution network of Al–Masaken and Old Askar Camp Area .

Modify or redesign the network in order to meet the area citizens' water requirements in accordance with population growth until 2040.

Study Area Al-Masaken AlShaabeya and Old Askar Camp are located in the eastern part of Nablus city.

It’s population is about 25082 persons.

It’s area is about 884.534 donums.

It’s supplied with water directly from Al-Baddan well.

Questionnaire analysis Questionnaires covers 42 families which were chosen randomly.

It was divided into two categories:1) General information about the inhabitants.2) Information about water network

The Questionnaire (cont’)

<1000 1000-2000 2000-3000 >40000

5

10

15

20

25

30

35

40

45

Series1

Series1Series1

Series1

Series1

Family income (NIS)

aver

age

fam

ily c

onsu

mp

tion

(m

^3/

mon

th)

The figure below shows the relationship between the family income and average consumption.

The Questionnaire (Cont.)

Good67%

moderate26%

bad 7%

Water quality

Good

moderate

bad

The figure below shows that houses that have gardens consume water more than the houses that don’t have ones.

Most of people don’t complain of water quality in Al-Masaken El-Sha’abya and Old Askar Camp as shown in the figure below.

have garden don't have garden11.5

12

12.5

13

13.5

14

14.5

15

water consumption - garden presence relationship

wat

er c

onsu

mpt

ion

(m^

3 /

mon

th )

EPANET program is one of the networks modeling software that performs extended period simulation of hydraulic and water quality behavior within pressurized pipe networks.

The program tracks the flow of water in each pipe ,the pressure at each node, the height at water in each

tank or reservoir.

EPANET

EPANET Network

The Existing water network has 121 pipes with different diameters (2, 3, 4, 6, 8, 10, 12) inch of Polyethylene and polypropylene pipe.

It has 93 nodes with different elevations.

Existing water network gets water directly from Al-Badan Well through the main link which has a pressure of 7.5 bar.

It has a continuous rate of pumping .

Existing water network description

 

  

EPANET- Input Data

A group of tables were prepared to be used in EPANET program to simulate the network. Here are samples of this tables:

This table represent nodes characteristic:

Node number Elevation(m)

1 499.52 506.33 5204 507.75 5116 5157 519

EPANET –Input Data (cont.)

Pipe ID from toLength

(m)Diameter

(in) C

1 Tank 1 10 16 140

101 1 2 51 12 140

102 2 3 315 4 140

103 2 4 64 10 140

104 4 5 78 10 140

105 5 6 148 8 140

Pipe characteristic table:

Node number Area served by each node

Total Area (m²) Population Demand (L/d)

1 A7 /10 + A10 /7 7860.31223 23660.3

2 A7 /10+ A10 /7+A18 /4

14207.91403 42758.3

3 A18 /4 6347.6 180 190984 A10 /7 4565.85 129 13686.95 A10 /7 4565.85 129 13686.96 A10 /7+A11 /7 13166.35 373 39575.3

EPANET-Input Data (Cont.) Demand for each node table:

Assuming that our study area has a uniform density which equal to .02835 c/m² according to this equation: Density = Total population/ total area The study area is divided into small areas and each node gets part of area that serves it. As show in the table.

Population served by each node calculated from multiplying the Area served by that node by the Density.

Consumption per capita day is (75.23 L/c.d)UFW% equals to 29.1% Demand per capita days equal to 106.1 L/c.d Using this equation : Demand = consumption / (1- UFW%)Node's demand was found by multiplying demand

per capita-day by pop. served at each node

EPANET-Input Data

the main elements of the EPANET output that have been used to analyze and redesign the network was the pressure at each node & the velocity in each pipe.

This project’s criteria was “20-70 m” pressure “0.1-3 m/s” velocity

EPANET - Output Data

Node ID Demand (LPS)

Head (m)

Pressure (m)

1 0.55 585.63 86.13

2 0.99 585.43 79.13

3 0.44 585.41 65.41

4 0.32 585.33 77.63

5 0.32 585.25 74.25

6 0.92 584.81 69.81

7 1.45 584.59 65.59

EPANET-Output Data(cont.)

Link IDFlow (LPS)

Velocity(m/s)

Unit head loss(m/km)

10183.21

1.183.99

102 0.44 0.06 0.05

103 30.49 0.62 1.51

104 24.71 0.5 1.02

105 24.40 0.78 2.96

106 20.58 0.66 2.16

107 17.68 0.56 1.63

EPANET present Node results EPANET present Link results

Pressure of nodes : there is no negative pressure and all values are above 20 m.

Velocity of pipe :velocities range between (0.01-2) m/s this means that there are values less than 0.1m/s. Low values of velocity results from large pipe’s diameter and dead ends.

EPANET Output (cont.)

Future water network

The future population in 2040 is about 50000c according to this curve:

Population forecast

Population forecast

It can also be calculated based on this equation: Pf=Pp (1+i)^n The growth rate for ALMasaken is (3.2%) And for Old Askar Camp is around zero (0.5%).

Future Demand Estimation

Future consumption is 120 L/c.d. While Physical losses is 15 % .

The future demand was considered to be 141 L/c.d according to this equation: demand = Future consumption / (1- physical losses)

To estimate the future water demand for each node, the existing demand was multiplied by a factor that is calculated as follows:  Factor = (population 2040/population 2010) * (demand 2040/demand 2010) = 2.65

*

Here ‘s a sample for the future demand calculation which will be used in EPANET ‘s future input value:

EPANET - Input Data

Node number Demand 2010 (L/d)

demand 2040 (L/d)

1 23660.3 62699.82 42758.3 113309.53 19098 50609.74 13686.9 36270.35 13686.9 36270.36 39575.3 104874.5

Future demand for each node

Due to continuous pumping the following pattern was used:

EPANET - Input Data

Demand Pattern

Pressure of nodes : there is no negative pressure and all values are above 20 m.

Velocity of pipe : velocity values are within the range of (.01-4.17) m/s that means we should change diameter of the pipes in order to have velocities within the range of (.1-3) m/s

EPANET-Output Data

Pipe ID Old diameter(mm) New diameter (mm)

1 300 400

101 300 400

112 250 300

128 250 300

144 200 250

146 100 150

147 100 150

211 200 300

218 75 100

Modification

Modification has been made to meet the future requirements :

Pipe diameter changes

Node ID Demand (LPS)

Head (m)

Pressure (m)

1 1.45 585.09 85.58

2 2.62 584.78 78.48

3 1.17 584.68 64.68

4 0.84 584.27 76.57

5 0.84 583.84 72.84

EPANET - Output Data

Node Results for the year 2040

Link ID Flow (LPS)

Velocity(m/s)

Unit Headloss(m/km)

101 220.51 1.75 5.97

102 1.17 0.15 0.31

103 75.09 1.53 8.01

104 61.36 1.25 5.51

105 60.52 1.93 15.93

Link Results for the year 2040

Here’s a sample of table that summarizes the cost calculation for the pipes:

Cost calculations for the pipes

Cost

Pipe ID Length

(m)Diameter

(in)Cost($)/m

Cost($)

1 10 16 140 1400101 51 16 140 7140102 315 4 53 16695103 64 10 94 6016104 78 10 94 7332105 148 8 76 11248106 105 8 76 7980

We can see that the approximate cost for the pipes only is about 783090 $.

Thank you for your attention